2128 112TH PL SE 2017 Plans 2022-12-13

Permit#: C1707-022 �' �-��'��'� `° ' Site Acfdress: 2126 112TH PLSE �, � -=-- ��v� (1��2�� ' I Owner: SILVER LAKETOWNHOMES LLC ` Tenant: [TenNamej , � GENERAL STRUCTURAL NOTES 5. ALL ABANDONED FOOTINGS, UTILITIES, ETC. THAT INTERFERES WITH NEW CONSTRUCTION SHALL BE REMOVED. 3. PREFABRICATED SOLID WEB WOOD JOISTS SHALL BE DESIGNED BY THE MANUFACTURER FOR THE SPANS AND CONDITIONS 9.4 ELECTRICAL, MECHANICAL, PLUMBING AND ARCHITECTURAL SYSTEMS, ALL ELECTRICAL, MECHANICAL, PLUMBWG A� App.Date: 7/12/2017 �s�;�d�`�/� (THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE PLANS.� SHOWN ON THE PLANS AND SHALL BE FURNISHED AND INSTALLED IN CONFORMANCE WITH THE MANUFACTURER'S PUBLISHED ARCHITECTURAL SYSTEMS (INCLUDING VERTICAL TRANSPORTATION SYSTEMS, EXTERIOR FINISHES AND CLADDING SYSTEMS� Sf- Propased Use: NEW SFR ATTACHED 6. CONTRACTOR SHALL PROVIDE FOR DESIGN AND INSTALLATION OF ALL CRIBBING, SHEATHING, AND SHORING REQUIRED TO SPECIFICATIONS. PREFABRICATED SOLID WOOD JOISTS SHALL BE AS MANUFACTURED BY TRUS JOIST CORPORATION OR APPROVED BE DESIGNED FOR SNRINKAGE OF Y" PER FLOOR ABOVE THE UPPERMOST CONCRETE FLOOR LEVEL. Description: NEW T�WNHOUSE-UNIT 15 B�G E A. GENERAL SAFELY RETAIN EXCAVATIONS. EQUAL. WEBS MAY BE PLYWOOD OR ORIENTED STRAND BOARD. CHORDS SHALL BE LAMINATED VENEER LUMBER (LVL). ALL NECESSARY BRIDGING, BLOCKING, BLOCKING PANELS, STIFFENERS, ETC., SHALL BE DETAILED AND FURNISHED BY THE THE TOTAL ESTIMATED SHRINKAGE FOR VARIOUS HEIGHT BUILDINGS ARE AS FOLLOWS: �, I 4� � 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION FOR NEW CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, 7. BACKFIL� BEHIND ALL WALLS WITH WELL DRAINING, GRANULAR FILL MATERIAL, AND PROVIDE PERFORATED PIPE DRAINS AS MANUFACTURER. SUBMIT SHOP DRAWINGS AND DESIGN CALCULATIONS TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR ��`��`��d gv� Date: W � SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE �IBC�, 2015 EDITION. DESCRIBED IN THE SOILS REPORT. BACKFILL BEHIND WALLS SHALL NOT BE PLACED BEFORE THE WALL IS PROPERLY SUPPORTED REVIEW PRIOR TO FABRICATION. DESIGN SUBMITTALS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED STRUCTURAL STORIES TOTAL ESTIMATED SHRINKAGE OfFice Set 1o�Site Set Fire�Planning Set _ BY THE FLOOR SLAB, OR TEMPORARY BRACING. ALL FOOTINGS SHALL BE CENTERED BELOW CENTERLINE OF COLUMNS OR WALLS ENGINEER IN THE STATE OF WASHINGTON. PERMANENT AND TEMPORARY BRIDGING SHALL BE INSTALLED IN CONFORMANCE WITH 1 Y" � ' _ ;,�� 2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIQDING AND CONSTRUCTION. ABOVE, UNLESS NOTED OTHERWISE. MANUFACTURER'S STRUCTURAL SPECIFICATIONS. 2 1" , CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY 3 1Y" ` DISCREPANCIES PRIOR TO CONSTRUCTION. SEE ARCHITECTURAL QRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND D. CONCRETE 4. PREFABRICATED CONNECTOR PLATE WOOD ROOF TRUSSES SHALL BE DESIGNED BY THE MANUFACTURER IN ACCORDANCE 4 2" WINDOW OPENINGS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS. WITH THE "NATIONAL DESIGN STANDARD FOR METAL PLATE CONNECTED WOOD TRUSS CONSTRUCTION," ANSI/TPI 1-2014" BY 5 �� • 1. ULTIMATE STRENGTH DESIGN PER INTERNATIONAL BUILDING CODE AND ACI 318-14. TRUSS PLATE INSTITUTE FOR THE SPANS AND CONDITIONS SHOWN ON THE PLANS. MINIMUM LOADING SHALL BE AS FOLLOWS: 3. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. PARTIAL HEIGHT SYSTEMS SHALL BE DESIGNED FOR PROPORTIONAL SHRINKAGES. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE 2. CONCRETE SHALL ATTAIN A 28-DAY STRENGTH OF f'c = 3,000 PSI AND MIX SHAI.L CONTAIN NOT LESS THAN 5-1/2 TOP CHORD LIVE LOAD 25 PSF (SNOW) VERIFIED. SACKS OF CEMENT PER CUBIC YARD AND SHALL BE PROPORTIONED TO PRODUCE A SLUMP OF 5'� OR LESS. DESIGN IS BASED TOP CHORD DEAD LOAD 10 PSF LARGER THAN NORMAL FLQOR TO FLOOR HEIGHTS, MOISTURE CONTENT OF FRAMING LUMBER WHEN INSTA�LED, TYPE OF � ON f'c = 2,500 PSI. BOTTOM CHORD DEAD LOAD 10 PSF FRAMING AND OTHER FACTORS MAY INFLUENCE THE ACTUAL SHRINKAG�. 4. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL TOTAL LOAD 45 PSF � o CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 3. THE MINIMUM AMOUNTS OF CEMENT AND MAXIMUM AMOUNTS OF WATER MAY BE CHANGED IF A CONCRETE DESIGN MIX IS NET UPLIFT 1.2 PSF (WIND) F. QUALITY ASSURANCE PLAN FOR SEISMIC RESISTANCE (IBC SECTION 1705) (� � SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR T0 PLACWG ANY � z : 5. CONTRACTOR SHALL BE RESPONSIBLE FOR A�L SAFETY PRECAUTIONS AND THE METHODS, TECNNIQUES, SEQUENCES OR CONCRETE. THE CONCRETE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER ADDITIONAL LIVE LOAD CASES SHALL BE ANALYZED FOR UNBALANCED SNOW LOADS & SNOW DRIFTS PER ASCE 7-10, SECTIONS 1. THE SEISMIC-FORCE-RESISTING SYSTEMS COVERED BY THIS PLAN INCLUDE: ; o�� ':} �� � Q .-- �"'� � PROCEDURES REQUIRED TO PERFORM HIS WORK. STRUCTURAL DESIGN OF THE BUILDING IS BASED ON RESISTANCE TO DEAD AND ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN 7,6 g� 7,7, Y ��,� � � LOADS, CODE SPECIFIED LATERAL LOADS, AND MAXIMUM EXPECTED SERVICE LOADS. NO CONSIDERATION NAS BEEN GIVEN TO ACCORDANCE WITH ACI 318, CHAPTERS 19 AND 26. 1.1 STRUCTURAL PANEL SHEAR WALLS AND THEIR FOUNDATION BOLTING, HOLD-DOWNS, AND DIAPHRAGM ANCHORAGE �I `-° Q�°� LOADS WHICH WILL BE INDUCED BY ERECTION PROCEDURES. THE CONTRACTQR SHALL VERIFY, TO THE SATISFACTION OF 5. WOOD TRUSSES SHALL UTILIZE APPROVED CONNECTOR PLATES (GANGNAIL OR EQUAL). SUBMIT SHOP DRAWINGS AND DESIGN � � ��o,� N N� p HIM HERSELF AND THE OWNER, THE ABILITY OF THE STRUCTURE TO RESIST ALL ERECTION LOADS WITHOUT EXCEEDING THE ALL CONCRETE EXPOSED TO FREEZING TEMPERATURES WHILE CURING AND ALL CONCRETE PERMANENTLY EXPOSED TO � y �N � CALCULATIONS (COMPLETE WITH STRESS DIAGRAMS) TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO 1.2 WOOD ROOF AND FLOOR DIAPHRAGMS AND THEIR CONNECTIONS M ro o x � . ALLOWABLE STRESSES OF THE MATERIALS USED. WHERE ERECTION LOADS WOULD OVERSTRESS THE STftUCTURE, THE WEATHER SHALL BE AIR-ENTRAINED WITH AN AIR-ENTRAINING AGENT CONFORMING TO ACI 318. TOTAL AIR CONTENT SHALL BE � �'°'� FABRICATION. SUBMITTED DOCUMENTS SHALL BEAR THE STAMP AND SIGNATURE OF A REGISTERED STRUCTURAL ENGINEER IN THE LJJ � CONTRACTOR SHALL SUBMIT DESIGN DOCUMENTS FOR TEMPORARY BRACING AND STRENGTHENING, INCLUDING FABRICATION AND 6� IN ACCORDANCE WITN TABLE 19.3.3.1. STATE OF WASHINGTON. PROVIDE FOR SHAPES BEARING POINTS INTERSECTIONS HIPS VALLEYS ETC. SHOWN ON THE 2. TESTING ERECTION DRAWINGS, TO THE ARCHITECT FOR REVIEW. THESE DOCUMENTS SHALL BEAR THE SEAL AND SIGNATURE OF A ' ' ' ' ' ' � REGISTERED STRUCTURAL ENGINEER IN THE STATE OF WASHINGTON. THE CONTRACTOR SHALL PROVIDE, INSTALL AND IF NO ADMIXTURES, OTHER THAN FOR AIR-ENTRAINMENT AS NOTED ABOVE, SHALL BE USED WITHOUT PRIOR REVIEW BY THE DRAWINGS. EXACT COMPOSITION OF SPECIAL HIP, VALLEY, AND INTERSECTION AREAS (USE OF GIRDER TRUSSES, JACK TRUSSES, C� NECESSARY REMOVE SUCH TEMPORARY WQRK AS REQUIRED. STRUCTURAL ENGINEER. ETC.) SHALL BE DETERMINED BY THE MANUFACTURER UNLESS SPECIFICALLY INDICATED ON THE PLANS. 2.1 WOOD CONSTRUCTION: WOOD MEMBERS AND THEIR METAL CONNECTORS SHALL BE STAMPED AS DESCRIBED IN THE � � STEP-DOWN TRUSSES PROVIDE ALL TRUSS TO TRUSS AND TRUSS TO GIRDER TRUSS CONNECTION DETAILS AND REQUIRED CONNECTION MATERIALS, "CARPENTRY" SECTION OF TNE STRUCTURAL NOTES. � � PROVIDE FOR ALL TEMPORARY AND PERMANENT TRUSS BRACING AND BRIDGING. � � 6. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR 4. REINFORCING 3. SPECIAL INSPECTION SHALL BE CARRIED OUT AT FREQUENCY DESCRIBED AND FOR THE MATERIALS DESCRIBED IN THE � � APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAW{NGS ONLY WILL NOT SATISFY THIS 6. SHEATHING SNALL BE APA PERFORMANCE RATED PANELS PER APA "PLYWOOD DESIGN SPECIFICATION" INCLUDING STRUCTURAL NOTES. INSPECTION REPORTS SHALL BE SENT TO THE ENGINEER FOR REVIEW. "� � � � � � REQUIREMENT. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 (INCLUDING SUPPLEMENT Sl), GRADE 60, fy = � C� � � 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY NOTED ON THE DRAWINGS AS GRADE 40, fy = 40,000 PSI. APPLICABLE SUPPLEMENTS, UNLESS NOTED OTHERWISE. PLYWOOD OR ORIENTED-STRAND BOARD (OSB) PANELS SHALL 8E GRADE 4. REQUIRED SERVICES OF CONTRACTOR � � � .i4 7. DRAWINGS INDICATE GENERAL AND TYPICAL D�TAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY CD AND ALSO CONFORM TO DOC PS-1 & PS-2. ALL PANELS SNALL BE IDENTIFIED AS EXPOSURE 1 UNLESS NOTED OTHERWISE. � INDICATED, BUT ARE OF SiMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING PANEL RATING TO BE AS FOLLOWS UNLESS NOTED OTHERWISE: 4,1 THE CONTRACTOR SHALL PROVIDE THE MATERIALS SUBMITTALS TO THE ENGINEER FOR APPROVAL. � � �' TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL. ENGINEER. WITH ASTM A615 (S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING ROOF: 19/32" (OR 5/8") THICK 40/20 � � � � 8. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. SPIRAL REINFORCING SHALL BE PLAIN WIRE. WALLS; 15 32" THICK, 32 16, OR 1 2" THICK, 24/0 4,2 THE CONTRACTOR SHALL PROVIDE COPIES OF THE SPECIAL INSPECTION AND TESTING REPORTS TO THE ENGINEER FOR W � � � REVIEW. � v BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS WELDED WIRE REINFORCEMENT: ASTM A82 AND ASTM A185, SPI.ICE WITH AT LEAST ONE FULL MESH. PLACE AT FLOORS: 23/32" (OR 3/4") THICK, TONGUE & GROOVE, (48/24) � � � PREPARED BY THE SUPPLIER. MID-DEPTH, OR SLIGHTLY ABOVE, OF SLAB. MATERIAL TO BE SUPPLIED IN FLAT SHEETS. 4.3 AS REQUIRED, THE CONTRACTOR SHALL CONSULT THE ENGINEER ON THE INTENT OF THE CONSTRUCTIQN DOCUMENTS. �- � UNLESS NOTED OTHERWISE ON THE PLANS, ROOF AND FLOOR SHEATHING SHALL BE LAID UP WITH GRAIN PERPENDICULAR � 9. SPECIAL INSPECTION: SHALL BE PERFORMED BY A CERTIFIED TESTING AGENCY, DESIGNATED BY THE ARCHITECT OR 5, REINFORCING STEEL SHALL BE DETAILED (INCLUDING HOOKS AND BENDS) IN ACCORDANCE WITH ACI 318 (LATEST EDITION}. TO SUPPORTS AND NAILED WITH 8d NAILS � 6"oc TO �RAMED PANEL EDGES AND OVER STUD WALLS SHOWN ON PLANS AND C� 4.4 THE CONTRACTOR SHALL CONTACT THE ENGINEER FOR STRUCTURAL MODIFICATIONS REQUIRED TO MEET UNFORESEEN ENGINEER, AND APPROVED BY THE OWNER. LAP ALL CONTINUOUS REINFORCEMENT PER NOTE D,6. PROVIDE CORNER BARS AT ALL WALL INTERSECTIONS. LAP CORNER BARS 12"oc (10"oc AT FLOORS) TO INTERMEDIATE SUPPORTS. PROVIDE APPROVED SHEATHING EDGE CLIPS � 16"oc AT UNBLOCKED FIELD CONDITIONS. BC SECTION 1704.2.4. PER NOTE D.6. LAP ADJACENT MATS OF WELDED WIRE REINFORCEMENT A MINIMUM OF 8" AT SIDES AND ENDS. ROOF SHEATHING EDGES. ALL FLOOR SHEATHING EDGES SHALL HAVE APPROVED TONGUE-AND-GROOVE JOINTS AND EDGE CLIPS. ' -�� THE SPECIAL INSPECTION AGENCIES SHALL PRODUCE REPORTS AND KEEP RECORDS PER I PROVIDE SOLID BLOCKING AT ALL EDGES ONLY WHERE NOTED ON PLANS, TOENAIL BLOCKING TO SUPPORTS WITH 16d NAILS, 4.5 THE CONTRACTOR SHALL SUBMIT A "STATEMENT OF RESPONSIBILITY° PER IBC SECTION 1705.3 TO THE OWNER AND THE `,��; THE SPECIAL INSPECTION AGENCIES DUTIES SHALL INCLUDE THE FOLLOWING: NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR UNLESS NOTED OTHERWISE. BUILDING OFFICIAL WHICH INCLUDES, BUT IS NOT LIMITED T0, A STATEMENT THAT HE/SHE/THEY HAVE REVIEWED THE QUALITY APPROVED BY THE STRUCTURAL ENGINEER. ASSURANCE PLAN. 9.1 WOOD CONSTRUCTION: UNLESS NOTED OTHERWISE ON THE PLANS, WALL SHEATHING MAY BE LAID UP HORIZONTALLY OR VERTICALLY, ;• 6. REINFORCING STEEL LAPS AND EMBEDMENT SHALL BE AS NOTED BELOW, UNLESS NOTED OTHERWISE: UNSUPPORTED EDGES SHALL BE BLOCKED AND ALL EDGES SHALL BE NAILED WITH lOd (� 6"oc, NAIL WITH 8d � 12"oc AT FOR FABRICATED WOOD STRUCTURAL ELEMENTS, INSPECT DURING FABRICATION PER IBC SECTIONS 1705.5, 1705.11, AND 1705.12. REMOVE NOTE IF USING TABLES INTERMEDIATE SUPPORTS. NAIL SHEAR WALL SHEATHING TO ALL HOLDOWN STUDS USING EDGE NAIL SPACING WHEN HOLDOWN G. MASONRY THIS INCLUDES SPECIAL INSPECTION OF 'HIGH-LOAD" DIAPHRAGMS AND SEISMIC RESISTANCE COMPONENTS INCLUDING FRAMING DEVELOPMENT LENGTH - COMPRESSION 20 BAR DIAM. - 24° MINIMUM STUD DOES NOT OCCUR AT PANEL EDGES. ANCHORS,. HOLD-DOWNS, BOLTED OR NAILED CONNECTIONS, SHEAR WALL NAILING, FLOOR AND ROOF NAILING, LOAD-BEARING 1. BRICK VENEER SHALL BE ANCHORED TO BACKING WALLS WITH 1"x 16 GAUGE GALVANIZED SHEET METAL CANTILEVERS, AND DRAG STRUT CONNECTIONS. DEVELOPMENT LENGTH - TENSION 48 BAR DIAM. - (#11 BAR - 54 BAR DIA.) DEVELOPMENT LENGTH - TENSION, top bar� 64 BAR DIAM. - (#11 BAR - 70 BAR DIA.) SHEATHING NAILS SHALL BE DRIVEN FLUSH BUT SHALL NOT FRACTURE THE SURFACE OF THE SHEATHING. ANCHORS MINIMUM. EMBED ANCHORS IN THE MORTAR JOINT AND EXTEND INTO THE VENEER A MINIMUM OF 1�", WITH 9.2 SOILS; AT LEAST 8" MORTAR COVER TO THE OUTSIDE FACE. ATTACH EACH ANCHOR TO METAL STUDS W/ A 06.21 .17 Permit SPECIAL INSPECTION IS REQUIRED OF THE EXISTING SITE SOIL CONDITIONS FILL PLACEMENT AND LOAD-BEARING REQUIREMENTS LAP SPLICE LENGTH - COMPRESSION 30 BAR DIAM. - 24" MINIMUM ' 7. INTERIOR (INCLUDING CRAWLSPACES) WOOD MEMBERS IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE CORROSION-RESISTANT �10 SCREWS. ATTACH EACH ANCHOR TO WOOD STUDS WITH A CORROSION-RESISTANT 8d PER IBC SECTION 1705.6. LAP SPLICE LENGTH - TENSION 64 BAR DIAM. - (#11 BAR - 70 BAR DIAM.) PRESSURE-TREATED WITH SODUIM BORATE (SBX). WOOD MEMBERS EXPOSED TO WEATHER (UNPAINTED) OR IN DIRECT CONTACT RING-SHANK NAIL. ANCHOR TIES SHALL BE SPACED SO AS TO SUPPORT NOT MORE THAN TWO SQUARE FEET OF 1 .31 .18 FDN (�eV � : "' LAP SPLICE LENGTH - TENSION, top bar� 80 BAR DIAM. - (#11 BAR - 90 BAR DIAM.) WITH SOIL SHALL BE PRESSURE-TREATED WITH ALKALINE COPPER QUATERNARY (ACQ). NOTE THAT ACQ IS EXTREMELY WALL AREA. ANCHOR TIES SHALL BE SPACED NOT MORE THAN 24"oc HORIZONTALLY. IN SEISMIC DESIGN CATAGORIES %;}�� 10, SHOP DRAWINGS FOR REINFORCING STEEL AND CONNECTOR PLATE WOOD ROOF TRUSSES, SHALL BE SUBMITTED TO THE CORROSIVE TO METALS. SBX IS NON-TOXIC TO THE ENVIRONMENT. PROVIDE TWO LAYERS OF ASPHALT IMPREGNATED BUILDING C AND D, ANCHOR TIES SHALL HAVE A LIP OR HOOK ON THE EXTENDED LEG THAT WILL ENGAGE OR ENCLOSE A - ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. *TOP BARS ARE HORIZONTAL REINFORCEMENT SO PLACED THAT MORE THAN 12" OF CONCRETE IS CAST IN THE MEMBER PAPER BETWEEN UNTREATED LEDGERS, BLOCKING, ETC., AND CONCRETE OR MASONRY. ALL METAL CONNECTORS IN CONTACT HORIZONTAL JOINT REINFORCEMENT WIRE OF N0. 9 GAUGE OR EQUIVALENT. THE JOINT REINFORCEMENT SHALL BE WITH "ACQ" PRESSURE-TREATED LUMBER SHALL BE TYPE 304 OR 316 STAINLESS STEEL. THIS INCLUDES WASHERS, SCREWS, CONTINUOUS WITH BUTT SPLICES BETWEEN TIES PERMITTED. BRICK VENEER SHALL HAVE A MAXIMUM INSTALLED WEIGHT BELOW THE BAR. OF 40 PSF. '' ENGINEER OF RECORD SHALL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. DIMENSIONS AND QUANTITIES ARE NOT NAILS, HANGERS, AND ANY OTHER MISCELLANEOUS LT. GAGE METAL CONNECTORS. WHERE ACQ LUMBER IS MISTAKENLY USED IN GUARANTEED BY THE ENGINEER OF RECORD, AND THEREFORE, MUST BE VERIFIED BY THE GENERAL CONTRACTOR. DRAWINGS FOR ALL HOOKS SHALL BE "STANDARD" IN ACCORDANCE WITH ACI 318. REINFORCING SHALL NOT BE TACK WELDED. DO NOT INTERIOR CONDITIONS, G185 ("HOT-DIP" GALVANIZED TO 1.85 OUNCES PER SQUARE FOOT) METAL CONNECTORS MAY BE USED IN COMPONENTS DESIGNED PRIMARILY BY OTHERS SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO CURSORY REVIEW WELD GRADE 60 REINFQRCING. LIEU OF STAINLESS STEEL. METAL CONNECTORS Y" THICK OR GREATER NEED NOT BE GALVANIZED FOR INTERIOR USE, NOR DO C1. PIN PI�E FOUNDATION BY THE ENGINEER OF RECORD FOR LOADS IMPOSED ON THE BASIC STRUCTURE. SUBMITTALS SHALL INCLUDE A REPRODUCIBLE THEY NEED TO BE STAINLESS STEEL FOR EXTERIOR USE. METAL CONNECTORS Y" THICK PLUS MUST BE GALVANIZED FOR AND A COPY; REPRODUCIBLE WILL BE REVIEWED AND RETURNED. SHOP DRAWINGS MUST BE REVIEWED AND STAMPED BY EXTEftIOR USE, UNLESS SPECIFIED OTHERWISE BY THE ARCHITECT. CONTRACTOR PRIOR TO REVIEW BY ENGINEER. 1. PIN PILE TO BE 3" DIAMETER SCHEDULE 40 GALVANIZED P1PE. PIN PILE DESIGN CAPACITY IS 12 KIPS. , 7. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: 11. PRE-MANUFACTURED, PRE-ENGINEERED STRUCTURAL COMPONENTS SHALL BE DESIGNED BASED ON THE CRITERIA 8. WOOD FASTENER NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS: 2. PIN PILES ARE TO BE DRIVEN TO REFUSAL. REFUSAL IS DEFINED AS A PENETRATION RESISTANCE OF LESS THAN 1 INCH OF PENETRATION PRESEN�(ED IN THE CONTRACT DOCUMENTS. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE, TEMPORARY FOOTINGS AND OTHER UNFORMED SURFACES, EARTH FACE 3" PER 10 SECONDS OF SUSTAINED DRIVING WITH A 850# HAMMER AT 900 BLOWS PER MINUTE. REFER TO THE SOILS REPORT FOR OTHER HAMMER . AND PERMANENT BRACING AND ALL NECESSARY CONNECTIONS, INCLUDING CONNECTIONS TO THE PRIMARY STRUCTURE, NOT FORMED SURFACES EXPOSED TO EARTH (i.e. WALLS BELOW GROUND) OR WEATHER 8.1 NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS AND OTHER CONNECTING DEVICES REFER TO WEIGHTS AND REFUSAL CRITERIA. � � SPECIFICALLY CALLED OUT ON THE ARCHITECTURA� OR STRUCTURAL DRAWINGS. SHOP DRAWINGS SHALL INDICATE THE (#6 BARS OR LARGER) 2" CATALOG NUMBERS OF CONNECTORS MANUFACTURED BY THE SlMPSON STRONG-TIE COMPANY, DUBLIN, CALIFORNIA. EQUIVALENT � , MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON TNE PRIMARY STRUCTURE, SHOP DRAWINGS AND CALCULATIONS SHALL (#5 BARS OR SMALLER) 1-1/2" DEUICES BY OTHER MANUFACTURERS MAY BE SUBSTITUTED, PROVIDED THEY HAVE ICC APPROVAL FOR EQUAL OR GREATER LOAD 3. PILES SHALL BE DRIVEN IN NOMINAL SECTIONS AND CONNECTED WITH COMPRESSION FITTED SLEEVE COUPLERS. BE SUBMITTED PER PARAGRAPH "A.10." OF THESE NOTES. COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 1-1/2" CAPACITIES. SUBMIT MANUFACTURER'S CATALOG AND ICC REPORTS TO ARCHITECT AND ENGINEER FOR REVIEW WHEN REQUESTING JOISTS, SLABS AND WALLS (INTERIOR FACE 3/4" SUBSTITUTIONS. ALL SPECIFIED FASTENERS MUST BE USED AND PROPER INSTALLATION PROCEDURES MUST BE OBSERVED IN 4. A MINIMUM OF 3% OF THE PILES (1 MINIMUM AND UP TO 5 PILES MAXIMUM) SHOULD BE LOAD TESTED TO VERIFY DESIGN LOAD CAPACITIES. , � ORDER TO OBTAIN ICC APPROVED LOAD CAPACITIES. VERIFY THAT THE DIMENSIONS OF THE SUPPORTING MEMBER ARE ALI LOAD TEST SHALL BE PERFORMED IN ACCORDANCE WITH THE PROCEDURE OUTLINED IN ASTM D1143. THE MAXIMUM TEST LOAD SHALL BE 2X 12, DEFERRED SUBMITTALS - THE FOLLOWING ITEMS ARE CONSIDERED TO BE DEFERRED SUBMITTALS UNDER SECTION 107.3.4.1 SUFFICIENT TO RECEIVE THE SPECIFIED FASTENERS. THE DESIGN LOAD. TEST LOAD - 24 KIPS FOR 3" PILES. OF THE INTERNATIONAL BUILDING CODE AND MUST BE SUBMITTED TO THE ARCHITECT OR THE ENGINEER FOR REVIEW. THESE 8. CONCRETE WALL REINFORCING - PROVIDE THE FOLLOWING UNLESS DETAILED OTHERWISE: - ITEMS WILL THEN BE FORWARDED TO THE BUILDING OFFICIAL FOR APPROVAL. THE DEFERRED SUBMITTAL ITEMS SHALL NOT BE 8.2 NAILS SHALL BE MANUFACTURED IN CANADA OR THE UNITED STATES IN SIZES AND TYPES AS FOLLOWS, UNLESS NOTED 5. THE GEOTECHNICAL ENGINEER OF RECORD OR HIS/HER REPRESENTATIVE SHALL PROVIDE FULL TIME OBSERVATION OF PILE INSTALLATION AND INSTALLED UNTIL THEIR DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL. 6" WALLS �4 � 13 HORIZ. #4 � 13 VERTICAL 1 CURTAIN � CENTEft OTHERWISE; TESTING TO VERIFY THE DRIVING REFUSAL CRITERIA. � PRE-ENGINEERED WOOD TRUSSES 8" WALLS �5 � 15 HORIZ. #5 0 15 VERTICAL 1 CURTAIN (� CENTER B. DESIGN CRITERIA PNEUMATIC NAILING - PLAIN SHANK, COATED OR GALVANIZED 6. PIN PILE TO EXTEND 6" MINIMUM INTO PILE CAP. PROVIDE COMPRESSION FIT CAP. PILE SPLICE SHALL BE BY COMPRESSION FITTINGS, DO � 8d = .131 DIAMETER x 2-1/2 MINIMUM LENGTH NOT WELD. � 9. NON-SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT 10d - .148 DIAMETER x 3" MINIMUM LENGTH � � 1. DESIGN LOADS ` , ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT SNALL BE NON-SHRINK, CEMENT-BASED AND 16d - .162 DIAME�iER x 3-1/4" MINIMUM LENGTH � M � NAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF f'c = 5000 PSI WHEN TESTED IN ACCORDANCE WITH ASTM C109, 20d - .192 DIAMETER x 4" MINIMUM LENGTH �,,...;,��:`:;�. � � ROOF LIVE LOAD 25 PSF (SNOW , Is=1.0) - ROOF DEAD LOAD 15 PSF 10. ALL WOOD PLATES IN DIRECT CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE-TREATED (SEE WOOD SECTION). HAND NAILING - SINKERS COATED � . '�7` Iti'y Lj�,��'�� „ FLOOR LIVE LOAD 40 PSF � 3 , ; �r <` ; I-�- U FLOOR DEAD LOAD 15 PSF 8d = 11-1/2 GAGE x 2-3/8 -• P,� /�(., F .�... 1 t1 � �V E. CARPENTRY �� _�'�� °� Y � ��; � � � v J D E C K L I V E L O A D 6 0 P S F 1 0 d = 1 1 G A G E x 2-7/8 � ; � � u m�';a�, �, ; r� � � � � � �� , , ;.,€ 1 = � �� { ... DECK DEAD LOAD 15 PSF 16d = 9 GAGE x 3-1/4 � k � . 1. FRAMING LUMBER SHALL BE GRADED AND MARKED IN CONFORMANCE WITH WCLIB STANDARD GRADING RULES FOR WEST � �--a '� �,`�'?�� ;� � 'Q.� N PARTITION LOADING 10 PSF �� --�� . � � COAST LUMBER, LATEST EDITION, FURNISH TO THE FOLLOWING MINIMUM STANDARDS: � y��-�-��; ��,,�f�-��,_ ;3� �•; . � � MW. BASIC 9. WOOD FRAMING NOTES - THE FOLLOWING APPLY UNLESS OTHERWISE SHOWN ON THE PLANS; ��.a � �, t�-��' � WIND (ASCE 7-10) 110 MPH (3 sec gust), EXPOSURE "B", Iw=1.0, Kzt = 1.0 +='�"- -��``�` EARTHQUAKE (ASCE 7-10) SITE CLASS D MEMBER SIZE SPECIES GRADE DESIGN STRESS 9.1 ALL WOOD FRAMING DETAILS NOT SHOWN OTHERWISE SHALL BE CONSTRUCTED TO THE MINIMUM STANDARDS OF THE �`j�� ; OCCUPANCY CATEGORY II (le - 1.0) JOISTS AND RAFTERS: 2x, 3x HEM.FIR #2 Fb - 850 PSI INTERNATIONAL BUILDING CODE. MINIMUM NAILING, UNLESS OTHERWISE NOTED, SHALL CONFORM TO TABLE 2304.10.1 OF THE � �` '� SEISMIC DESIGN CATEGORY D 4x HEM.FIR #2 Fb - 850 PSI INTERNATIONAL BUILDING CODE. COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH MECHANICAL AND ARCHITECTURAL � � � � - DRAWINGS. �, � C� � Ss =1.412g, S1 = 0.543g � Sds=0.94g, Sd1 = 0.54g BEAMS AND STRINGERS: 6x AND DOUG.FIR #1 Fb = 1350 PSI » �H€5�Ci��UNl�h1T��IAV�i��"�� (/� ,, R=6.5 LARGER 9.2 WALL FRAMING: ALL STUD WALLS SHOWN AND NOT OTHERWISE NOTED SHALL BE 2x4 STUDS � 16 oc AT INTERIOR AppROVE� FOR T�!� i��+�� : V = 38.8 k WALLS AND 2x6 STUDS � 16"oc AT EXTERIOR WALLS. TWO STUDS MINIMUM SHALL BE PROVIDED AT THE END OF ALL WALLS p��L�� n�r��K, MFt '''of�'��',t-, �� .o. `� V = 29.6 k (ALLOWABLE) POSTS AND TIMBERS: 6x6, 6x8 DOUG,FIR #1 Fc = 1000 PSI AND AT EACH SIDE OF ALL OPENINGS. UNLESS NOTED OTHERWISE A (2) 2x8 HEADER SHALL BE PROVIDED OVER ALL OPENINGS SUf'P�� - '``'' ��-' ;��i��-�� > E Q U I V A L E N T L A T E R A L F O R C E P R O C E D U R E F b = 1 2 0 0 P S I I N 2 x 4 S T U D W A L L S A N D A (3) 2 x 8 H E A D E R O V E R A L L O P E N I N G S I N 2 x 6 W A L L S. S O L I D B L O C K I N G F O R W O O D C O L U M N S S H A L L Pl,�1MB��`�� i`+�I�� N LATERAL LOADS ARE RESISTED BY BE PROVIDED THROUGH FLOORS TO SUPPORT BELOW, PROVIDE CONTINUOUS SOLID BLOCKING AT MID-HEIGHT OF ALL STUD � � TOP AND BOTTOM HEM.FIR �2 Fb = 850 PSI WALLS OVER 8'-0" IN HEIGHT. � � � m ALLOWABLE SOIL PRESSURE�� .................... 2500 PSF PLATES AT SHEAR � 1 LATERAL EARTH PRESSURE�* ..................... 35 PCF ACTIVE/45 PCF AT-REST WALLS AND BEARING ALL STUD WALLS SHOWN ON STRUCTURAL DRAWINGS SHALL HAVE THEIR LOWER PLATES ATTACHED TO WOOD FRAMING ` � � � • �4� COEFFICIENT OF FRICTION 0.35 WALLS: " " " � ' �� �� ....................... BELOW WITH 16d NAILS AT 12 oc STAGGERED OR BOLTED TO CONCRETE OR MASONRY WITH 5/8 DIAMETER BY 10 LONG ANCHOR (,� : ;�. BOLTS, EMBEDDED 7° AND SPACED AT 4'-0"oc MAXIMUM, UNLESS NOTED OTHERWISE (UNO) ON PLANS. SHEAR WALLS REQUIRE � � � . ��SOILS REPORT REFERENCE: GEOTECHNICAL ENGINEERING REPORT STUDS, PLATES, & HEM.FIR #2 Fb = &50 PSI » ,> >. - MISC. LIGHT FRAMING: MINIMUM 3 x3 � SQUARE PLATE WASHERS AT ALL ANCHOR BOLTS. REFER TO THE STRUCTURAL PLANS AND SHEAR WAI�L � � LLl � PROPOSED DEVELOPMENT 11229 19TH AVE SE EVERETT,WASHINGTON SCHEDULE FOR REQUIRED SHEATHING AND NAILING. � N DATED SEPTEMBER 2016 �• ALL LUMBER WITH A LEAST DIMENSION OF 2" (NOMINAL) SNALL BE STAM'�ED SURFACE-DRY AND SHALL HAVE A MOISTURE g,3 FLOOR AND ROOF FRAMING: PROVIDE DOUBLE JOISTS UNDER ALL PARALLEL PARTITIONS AND AROUND ALL OPENINGS IN � � � C. FOUNDATION CONTENT WHEN SURFACED AND WHEN INSTALLED OF NOT MORE THAN 19 PERCENT. LUMBER WITH A LEAST DIMENSION OF 4" FLOORS OR ROOFS UNLESS OTHERWISE NOTED. PROVIDE BRIDGING � 8'-0"oc AND SOLID BLOCKING AT ALL BEARING POINTS. � � (NOMINAL) OR GREATER SHALL BE STAMPED SURFACE-GREEN AND AIR-DRIED TO A MOISTURE CONTENT OF NOT MORE THAN 19 COORDINATE THE SIZE AND LOCATION OF ALL OPENINGS WITH ARCHITECTURAL AND MECHANICAL DRAWINGS. � ��„�, 1. FOUNDATION EXCAVATION, BACKFILL AND COMPACTION SHALL CONFORM TO SPECIFICATION REQUIREMENTS. THIS PERCENT PRIOR TO ITS USE IN FRAMING THE STRUCTURE. �°�� CONSTRUCTION WORK, INCLUDING DRAINAGE, SHORING AND SUCH OTHER RELATED WORK AS REQUIRED, SHALL BE CONDUCTED BY TOENAIL JOISTS TO BEARING SUPPORTS WITH 16d NAILS. UNLESS NOTED OTHERWISE ATTACH JOISTS TO FLUSH HEADERS THE CONTRACTOR UNDER THE OBSERVATION AND DIRECTION OF THE GEOTECHNICAL ENGINEER. 2. MANUFACTURED LUMBER SHALL BE AS MANUFACTURED BY TRUS JOIST OR APPROVED EQUAL. REQUESTS FOR APPROVAL OR BEAMS WITH SIMPSON "LU" SERIES METAL JOIST HANGERS TO SUIT JOIST SIZE. ALL DOUBLE JOISTS, BEAMS, AND SLOPED �`�� AS EQUAL WILL REQUIRE SUBMITTAL OF ICC REPORT EQUIVALENT TO ESR-1387 FOR LAMINATED STRAND LUMBER (LSL), AND OR SKEWED JOISTS SHALL BE CONNECTED TO FLUSH MEMBERS WITH U-SERIES JOIST HANGERS UNLESS NOTED OTHERWISE. 2. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH (CONTROLLED, COMPACTED STRUCTURAL FILL OR BOTH) AT LEAST LAMINATED VENEER LUMBER (LVL), OR PARALLEL STRAND LUMBER (PSL). THE MINIMUM ALLOWABLE DESIGN VALUES ARE AS SKEW AND SLOPE ALL CONNECTORS AS REQUIRED. FACE-NAIL ALL MULTI-JOIST BEAMS TOGETHER WITH 16d SPIKES C� 24"oc � 6� � 18" BELOW LOWEST ADJACENT FINISHED GRADE. MATERIAL TO BE COMPACTED TO 95� MINIMUM OF MAXIMUM DRY DENSITY AS F O L L O W S: ''��`.� , DETERMINED BY ASTM D1557. STAGGERED. , j „ LSL - Fb = 2,250; Fv = 400 PSI; E = 1,500,000 PSI � r � 3. FOOTINGS MAY BE POURED IN NEAT EXCAVATIONS PROVIDED SIZE IS INCREASED 3 AT EACH INTERFACE WITH SOIL LVL - Fb = 2,600; Fv = 285 PSI; E = 1,800,000 PSI PSL - Fb = 2,900; Fv = 290 PSI; E = 2,000,000 PSI ,� 4. ALL FOOTING EXCAVATIONS SHALL BE HAND CLEANED PRIOR TO PLACWG CONCRETE G�N�RAL �TRIJCTUI�AL I�O�� 3